SF30 - Amendment 001.pdf

(x)

DTFH7112B00018

x x

0 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted ; or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGEMENT TO BE RECEIVED AT

THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted , such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

x

Sterling VA 20166-6511

EFLHD-CO

21400 Ridgetop Circle Construction Office Eastern Federal Lands Highway Div.

Federal Highway Administration

Sterling VA 20166-6511

EFLHD-AC

21400 Ridgetop Circle Acquisitions Office Eastern Federal Lands Highway Div.

Federal Highway Administration

ERFO-DEWA14(15)04/12/2012001

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS. IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

12. ACCOUNTING AND APPROPRIATION DATA (If required) is not extended.is extended, Items 8 and 15, and returning

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended , by one of the following methods: (a) By completing

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

FACILITY CODE CODE

10B. DATED (SEE ITEM 13)

10A. MODIFICATION OF CONTRACT/ORDER NO.

9B. DATED (SEE ITEM 11)

9A. AMENDMENT OF SOLICITATION NO.

CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

7. ADMINISTERED BY (If other than Item 6)CODE 6. ISSUED BY

PAGE OF PAGES

4. REQUISITION/PURCHASE REQ. NO.3. EFFECTIVE DATE2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO. (If applicable)

1. CONTRACT ID CODE

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

03/23/2012

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority) appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

E. IMPORTANT: Contractor is not, is required to sign this document and return __________________ copies to the issuing office.

ORDER NO. IN ITEM 10A.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

The purpose of this Amendment is to:

1) Revise the Special Contract Requirements (J-pages) as follows.

a) Section 256 to clarify the ground anchor requirements.

b) Section 402 to revise the asphalt requirements.

c) Section 565 to clarify the boring logs requirements.

2) Revise the Plans to modify the Anchor Detail welding information.

3) Revise the Solicitation to modify the expected price range of the project.

Continued ...

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)15A. NAME AND TITLE OF SIGNER (Type or print)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 15B. CONTRACTOR/OFFEROR 16C. DATE SIGNED

(Signature of person authorized to sign) (Signature of Contracting Officer)

STANDARD FORM 30 (REV. 10-83)

Prescribed by GSA

FAR (48 CFR) 53.243

NSN 7540-01-152-8070

Previous edition unusable

Except as provided herein, all terms and conditions of the document referenced in Item 9 A or 10A, as heretofore changed, remains unchanged and in full force and effect .

ITEM NO. SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE AMOUNT

NAME OF OFFEROR OR CONTRACTOR

2 20

CONTINUATION SHEET

REFERENCE NO. OF DOCUMENT BEING CONTINUED PAGE OF

(A) (B) (C) (D) (E) (F)

DTFH7112B00018/001

4) Include the Erosion and Sediment Control permit from the Pike County Conservation District.

5) Provide a summary of responses to questions/clarifications asked by potential bidders.

6) Bid Opening Date and time remain for April 24, 2012 at 2:00 pm EST.

NSN 7540-01-152-8067 OPTIONAL FORM 336 (4-86)

Sponsored by GSA

FAR (48 CFR) 53.110

Amendment No. 001

Info Page 1 of 1

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Project ERFO-DEWA 14(15)

Delaware Water Gap National Recreation Area MP 15.3 Slide Repair

Solicitation: DTFH71-12-B-00018

The purpose of this Amendment is to:

1) Revise the Special Contract Requirements (J-pages) as follows.

a) Section 256 to clarify the ground anchor requirements.

b) Section 402 to revise the asphalt requirements.

c) Section 565 to clarify the boring logs requirements.

2) Revise the Plans to modify the Anchor Detail welding information.

3) Revise the Solicitation to modify the expected price range of the project.

4) Include the Erosion and Sediment Control permit from the Pike County Conservation

District.

5) Provide a summary of responses to questions/clarifications asked by potential bidders.

6) Bid Opening Date and time remain for April 24, 2012 at 2:00 pm EST.

Solicitation changes

1. Delete the first paragraph of the "Other" subsection of the SF 1442 Continuation, page 4 of 4, and substitute the following:

The estimated price is expected to fall within the price range of $3,000,000 to $7,000,000.

Plan Sheet changes

1. Delete Plan Sheet R11 and substitute the amended Plan Sheet R11.

Amendment 1_SCR_changes Page 1 of 7

Special Contract Requirement Changes

1. Delete Subsection 256.03 of the Special Contract Requirements, page J-19, and substitute the following:

256.03. Add the following:

Provide an independent, on-site professional geotechnical engineer or professional geologist with at least 3 years of experience in the design and construction of permanent ground anchors.

Require the on-site professional to be on-site for all geotechnical related work. Direct the on-site professional to provide the following minimum information for the permanent ground anchor work:

Type of machines used;

Hole diameters and total lengths;

Rate of penetration through different soil strata;

Reinforcement used;

Lock-up load;

Proof and performance tests; and

Any difficulty or unusual conditions encountered during the installation process and steps taken to mitigate such difficulties.

2. Delete the second sentence of Subsection 402.01 of the Special Contract Requirements, page J-23, and substitute the following:

Asphalt binder is designated as performance grade PG 64-22.

Amendment 1_SCR_changes Page 2 of 7

3. Add the following to Section 402 of the Special Contract Requirements, page J-23:

402.03(b) Table 402.1. Delete Table 402-1 and substitute the following:

Table 402-1 Asphalt Concrete Mix Requirements

Design Parameters(1)

Class of Mix

A B C

(a) Hveem (AASHTO T 246 and T 247)

(1) Stabilometer, minimum 37 35 30

(2) Percent air voids 3.0–5.0 3.0-5.0 3.0-5.0

(3) Voids in mineral aggregate, min. % See Table 402-2

(b) Marshall (AASHTO T 245)

(1) Stability, pounds min. 1,800 1,200 1,000

(2) Flow, 0.01 inches 8-14 8-16 8-20

(3) Percent air voids 3.0-5.0 3.0-5.0 3.0-5.0

(4) Voids in mineral aggregate, min. %

See Table 402-2

(5) Compaction, number of blows each end of test specimen

(c) Resistance of Compacted Hot Mix Asphalt (HMA) to Moisture-Induced Damage (AASHTO T283)

(1) Retained strength, min. %

80 80

(d) Dust-asphalt ratio(2) 0.8-1.6 0.8-1.6 0.8-1.6

(1) The percent of air voids are based on AASHTO T 166, T 209, and T 269. Maximum specific gravity (density) will be based on

AASHTO T 209.

(2) Dust-asphalt ratio is defined as the percent of material including nonliquid antistrip and mineral filler passing the No. 200 sieve divided by the percent of effective asphalt (calculated by mass of mix).

4. Add the following to Subsection 402.03(c) of the Special Contract Requirements, page J-23:

402.03(c)(5). Delete the Subsection and substitute the following:

(5) Tensile Strength Ratio (TSR). The Contractor’s percent strength result is verified if the CO’s result is above the minimum specification value as determined according to AASHTO Test Method T283.

Amendment 1_SCR_changes Page 3 of 7

5. Add the following to Section 402 of the Special Contract Requirements, page J-23:

402.19 Table 402-3. Delete Table 402-3 and substitute the following:

Table 402-3 Sampling and Testing Requirements

Material or

Product

Type of Acceptance

(Subsection)

Characteristic

Category

Test Methods Specifications

Sampling

Frequency

Point of

Split

Sample

Reporting

Time

Aggregate source quality

Measured and tested for conformance (106.04)

LA abrasion

(coarse)

Sodium sulfate soundness loss (coarse & fine)

Sand equivalent

AASHTO T 96

AASHTO T 104

AASHTO T 176,

alternate method no. 2, reference method

1 per type & source of material

Source of material

Yes

Before producing

Asphalt concrete

(mix design)

Gradation

Voids

Moisture susceptibility

AASHTO T 27

& T 11

AASHTO T 209

AASHTO T 283

1 per submitted mix design

Stockpiles

28 days before producing

Aggregates (production)

Sand equivalent

Fractured faces

Sample for job-mix formula verification

AASHTO T 27

& T 11

AASHTO T 176,

alternate method no. 2, reference method, ASTM 5821

Subsection 401.03

1 per 6 hours of production but not less than 2 per day

1 per type & source of material

1 per aggregate stockpile

Flowing aggregate stream (bin or belt discharge) or off of conveyor belt

Yes, when requested

End of shift

21 days before approval of job-mix formula

Amendment 1_SCR_changes Page 4 of 7

Table 402-3 (continued)

Characteristic

Category

Test Methods

Frequency

Point of

Split

Sample

Asphalt binder

Quality

Subsection 702.01

1 per submitted source

& mix design

1 per 2100 t of mix but not less than

5 samples

In line between tank & mixing plant

2 – 1-quart samples provided to the government

Asphalt concrete mixture (all)

(106.04) & Section 105

Mix temperature

First load & as determined by the CO thereafter

Hauling vehicle before dumping or windrow before picking up

Upon completing test

Hot asphalt concrete pavement (control strip)

Statistical (106.05)

1/2 inch

3/8 inch

No. 4

No. 8

No. 40

No. 200

Other specified sieves

Asphalt content

I

II

I I

II

II

AASHTO T 308,

T 30, & T 110

AASHTO T 308

3 minimum

Behind paver before compacting

4 hours

Amendment 1_SCR_changes Page 5 of 7

Characteristic Category Test Methods

Sampling

Frequency Point of

Sampling Split

Sample Reporting

Time

Hot asphalt concrete pavement (control strip)

Statistical (106.05)

Core density(1) I AASHTO T 166 & T

At least 5 samples per control strip

In-place Cores to CO after determining specific gravity & compaction

Hot asphalt concrete pavement

(production)

Statistical (106.05)

1/2 inch

3/8 inch

No. 4

No. 8

No. 40

No. 200

Other specified sieves

Asphalt content

Core density(1)

I II

AASHTO T 308, T

30, & T 110

AASHTO T 166 & T

1 per 700 tons

Behind paver before compacting

In-place

Cores to CO after determining specific gravity

4 hours

24 hours mixture (final surface)

Statistical (106.05)

Type I & II smoothness

I FLH T 504 See Subsection 401.16

See Subsection 401.16

— 14 days after final paving

Amendment 1_SCR_changes Page 6 of 7

Characteristic Category Test Methods

Sampling

Frequency Point of

Sampling Split

Sample pavement (final surface)

Type III & IV roughness

— AASHTO PP 50,

PP 51, & PP 52

See Subsection

401.16 See Subsection

401.16

— 14 days after final paving

(1) Cut core sample from the compacted pavement according to AASHTO T 230, method B. Fill and compact the sample holes with asphalt concrete mixture. Cores shall be 6 inches in diameter. Perform specific gravity and thickness tests on cores and deliver to CO after testing is completed. Label cores and protect from damage due to handling or alteration due to temperature during storage or transfer.

Amendment 1_SCR_changes Page 7 of 7

6. Delete Subsection 565.03(a) of the Special Contract Requirements, page J-25, and substitute the following:

565.03(a). Add the following:

(3) On-site professional. Provide an independent, on-site professional geotechnical engineer or professional geologist with at least 3 years of experience in the design and construction of drilled shafts. Require the on-site professional to be on-site for all geotechnical related work.

Direct the on-site professional to provide detailed boring logs for the drilled shaft work that include the following minimum information:

Depth to groundwater, if encountered;

Depth of cobbles or boulders, if encountered;

Total depth of drilled shaft;

Type of sleeves used, if any;

Volume of concrete poured; and

Any difficulty or unusual conditions encountered during the installation process and steps taken to mitigate such difficulties.

R11

STATE PROJECT

SHEET

NO.

REGION

PANE

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATECHECKED BYDRAWN BYDESIGNED BY

U.S. DEPARTMENT OF TRANSPORTATION

AF Roger Lu 12

BRP NO.

-A p r -2

1:

P

M M

P R

O J E

C T

S d e w a (1

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s 1_

O P

R O J E

C T

S .D

G N

REVISIONSNO. DATE BY REVISIONS NO. DATE BY

EMA BRP-1147February, 2012

DELAWARE WATER GAP NATIONAL RECREATION AREA

ERFO-DEWA 14(15)

U.S. ROUTE 209

SCALE

RL

-A p r -2

1:

P

M M

P R

O J E

C T

S d e w a (1

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s 1_

O P

R O J E

C T

S .D

G N

NO. DATE BY REVISIONS NO. DATE BY REVISIONS

Strand spacer sheath

Corrugated PVC

PVC sheath

Smooth wall inhibitor sheath with corrosion

Seamless polypropylene Wire tie

Grout

Grout tube

Grout tube centralizer

Sheath

SECTION A-A SECTION B-B

Notes:

TABLE 1

(Kips)

Capacity

Anchor

Design per anchor strands

Number of

(in ) strand area cross section

Total anchor length (ft) anchor bond minimum

Estimated

0.651

4.

3.

2.

1.

diameter (in)

Drill hole

6.0

ANCHOR DETAILS

A C

T U

A L F I L E R

D E

W A

A N

C H

O R

D E

T S .D

G N seal

Flexible

C

"16

(Typ.)

"16

ANCHOR DETAIL

"16

"16

Typ. both ends

C

Plate 58’’ x 12’’ x 1’-6’’

Bearing plate

8’’ Ø XS Pipe

Trumpet

Smooth wall PVC

Anchor head cover

Anti-corrosion grease

(completely fill anchor head cover)

Wedge plate

(See Table 1)

A A

B B

CL HP 14 X 89 Pile (Typ.)

TYPICAL ANCHOR SECTION

"16

SECTION C-C

(Anchor not shown for clarity)

DETAIL’’

See ’’WALER

Plate 58’’ x 12’’ x 1’-6’’

(Typ. e.f.)

WALER DETAIL

"16

"16

’’8 5HSS 10’’ x 10’’ x

(See note 4)

Shim plate

(Typ.)

’’8 5L 6’’ x 4’’ x

Unbonded length = 20 ft

Bonded Length = 50 ft

Plate 58’’ x 12’’ x 1’-6’’ the CO for approval.

to the pile. Thickness of plate will vary. Submit detailed shop drawing to

Provide shim plate as required to assure even bearing of the waler capacities. All equipment and methods will be subject to approval by the CO.

adequate length and diameter to meet or exceed the required anchor

Select drilling equipment and methods that provide anchor bond zones of the approval of the CO.

bond length in the field based on verification and proof test results and at

Provided minimum anchor bond lengths are estimates only. Adjust anchor per 7-wire strand)

Use ASTM-416 high strength steel (FPU=270 KSI, nominal As=0.22 sq in

(Typ.)

7-wire ASTM A-416

As Shown

SCALE: 1" = 1’-0"

SCALE: 2" = 1’-0"

SCALE: 2" = 1’-0"

SCALE: 2" = 1’-0"

Not to Scale Not to Scale

"16

Typ. top and bottom

4/3/2012 AF1

AMENDMENT #001

STATE PROJECT

SHEET

NO.

REGION

PANE ERFO-DEWA 14(15)

BRIDGE DRAWING

of

DATE

U.S. DEPARTMENT OF TRANSPORTATION

BRP NO.

BRP-1147February, 2012

DELAWARE WATER GAP NATIONAL RECREATION AREA

U.S. ROUTE 209

PROJECT TEAM LEADERCHECKED BYDRAWN BYDESIGNED BY

AF Roger LuEMA

SCALE

RL

Questions/Clarifications Page 1 of 8

Questions / Clarifications

The following questions and issues were submitted via email at eflhd.contracts@dot.gov. The Government response or clarification is provided. Due to the repetitive nature of several questions and issues, the wording of the questions may have been revised and some questions have not been included. The Government’s direct response to the sender may also have been updated below for better clarity.

1. Is there a pre-bid meeting for this project?

Response: A site visit is not planned for this project. Please contact the POC in Section E of the Solicitation if you wish to visit the site.

2. What is the finish on the steel members associated with the retaining walls? Is the steel to be primed, and left primed, galvanized, painted? Is the finish different from what is exposed to what is covered in the caissons?

There appears to be no coating for the soldier piles or the waler etc.; please verify that no coatings are required on the retaining wall steel.

Question in regards to the steel soldier beams, walers, angle iron, tieback hardware, etc. Are the steel elements required to have a coating (i.e galvanized)?

Response: No finish is required on the steel members associated with the retaining walls.

3. Will the existing traffic control in place to detour be left in place for the duration of the project and continue to be paid for by the Owner?

Response: The existing traffic control will remain in place for the duration of the project and will be maintained under a separate contract.

4. Please clarify if Bid Item 55201-0200 Structural Concrete is for the Precast Panels and the Concrete in the Caissons. Sheet R01 states that Class A (AE) is for the caisson and precast panels. The quantity of 180 CY closely matches to the panels, but unsure where the pay item will be for the concrete in the caissons.

Response: The quantity for Bid Item 55201-0200 - Structural Concrete covers only the concrete for the precast panels. The concrete required for the caissons is included in the construction of the Drilled Shafts (Item 56501-0200) and is not paid for directly. See Subsection 109.05 for further details.

5. Please provide a location or caliber size for individual trees that are to be removed. Item 20220-1000 Removal, Individual Trees - 5 each – Page J-10 of the proposal says “Do not cut trees larger than 5 inches in diameter at breast height (dbh) from April 1 to September 30.” This seems to encompass the whole duration of the project. When can these trees be removed.

Questions/Clarifications Page 2 of 8

Sections 107 and 108 of the proposal (J-8 thru J-10) refer to cutting of trees and damage to trees as it relates to this contract. Section 108.01 states “ Do not cut trees larger than 5 inches in diameter at breast height(dbh) from April 1 to September 30. Section 107 refer to damages for destruction of trees and damage to trees. Questions are as follows:

a. The above seems to be in conflict with bid item 20220-1000. Removal of Individual Trees. Please clarify that these trees can be removed during the time restriction; it appears that tree removal is required to perform the work. Same question really applies to Item 20101-0000. Clearing and Grubbing.

b. In addition; there appears there may be a problem with trees, branches etc. overhanging the work area/bench area in front of the wall. The drilling of soldier piles and tieback anchors may require machinery with significant masts. To what extent will trees and branches that interfere with installation of the soldier piles and tiebacks and/or that may be outside the limit of excavation that interfere vertically and horizontally be allowed to be removed during the above restriction and how will it be paid.

c. Another possible problem with tree interference is with the equipment required to install the wall anchors which will overhang the bench area in many cases (not to mention the 70’ anchor itself). The anchors are in a fixed position and cannot be moved. Will trees that interfere with anchor installation be allowed to be removed and in particular during the above referenced time restriction and how will this be paid for? The excavation limits shown on the plans and cross sections is approx 8’ to 10’ from the front of the wall at the narrowest location. To what extent can the limit of excavation be crossed in the air and to what extent can the shrubs, brush trees be modified or removed to properly install the tiebacks and if they cannot be modified or removed has the schedule accounted for the lack of production due to close proximity of these interferences?

d. Another possible problem with tree interference is with the equipment required to install the wall anchors which will overhang the bench area in many cases (not to mention the 70’ anchor itself). The anchors are in a fixed position and cannot be moved. Will trees that interfere with anchor installation be allowed to be removed and in particular during the above referenced time restriction and how will this be paid for? The excavation limits shown on the plans and cross sections is approx 8’ to 10’ from the front of the wall at the narrowest location. To what extent can the limit of excavation be crossed in the air and to what extent can the shrubs, brush trees be modified or removed to properly install the tiebacks and if they cannot be modified or removed has the schedule accounted for the lack of production due to close proximity of these interferences?

Response: Large trees that are within the project limits have been removed. If large trees are required to be removed, they are only allowed to be removed between April 1 and September 30. Smaller trees, as defined in Subsection 108.01 (smaller than 5 inches in diameter), or stumps may need to be cleared as directed by CO due to unanticipated field conditions.

Questions/Clarifications Page 3 of 8

No tree removal or clearing and grubbing will be allowed outside of the limits of excavation due to the environmental permits obtained for construction. Removal of small trees, stumps, shrubs, etc., required in order to perform the work will be allowed inside the project limits and is covered under the 20101-0000 and 20220-1000 pay items.

The bid schedule accounts for some extra quantity for field conditions. Please see response for Question #6 for further information.

6. Please clarify if payment will be based on actual quantities or rounded quantity totals. The bid sheet values are the rounded quantities, not actual as indicated on the summary sheets.

Response: The “bid” quantities are the rounding of the “plan” quantities, and they may or may not include quantities as directed by the CO. Bidders are instructed to complete their bids with the bid quantities as shown in the B Pages. Quantities shown on the Plans and Bid Schedule are estimated and the Contractor will be paid for the amount of work ordered by the CO, completed and accepted per the specifications. Please note all quantities of work must be ordered by the CO; if the Contractor performs work not ordered, the Government will not pay for it. See the last paragraph of Subsection 109.05.

7. Will the Government relax the excavation limits to facilitate the anchor installation? There are several areas where the face of the wall 10-ft or less from the excavation limit. This restricts the size of bench required for a typical tieback drill rig.

We have a concern with the limited bench width area in front of the wall for a construction of the wall; the bench varies from 29’ down to 8’ in front of the wall (much of the wall being in the 10’ to 15’ range which is tight at best for installation of the wall anchors. Is it possible to get more area in front of the wall which would include tree removal etc?

Response: The excavation limits will not be changed and must be followed as shown in the plans. The limits were set based on the permits obtained for the construction of the project.

8. Drawing 11 of 12, Anchor Detail: Clarify if 8 inch diameter pipe is welded to web of HP 14 x 89. Anchor Detail on drawing 11 of 12 should be modified to show required weld between 8" pipe and web of HP 14x89, Top and Bottom.

The anchor detail on page 11 of 12 indicates that field welding for the 8” pipe and plates. Would it be permissible to fabricate this pocket assembly in a shop prior to installation?

Response: Yes, the pipe is welded top and bottom to the web of the HP 14 x 89. A revised Plan Sheet R11 has been included in Amendment 1. Welding in the shop is allowed.

9. Drawing 1of 12, Note under Structural Steel: Note requires AASHTO/AWS “Bridge” welding code D1.5. Clarify if AWS 1.0 welding can be used as there is no bridge on this project and D1.5 welding may be difficult to obtain on this project?

Questions/Clarifications Page 4 of 8

Response: AASHTO/AWS Bridge Welding Code D1.5 is the most current version and will be required on this project.

10. Items 40201-0100 & 40201-1000 are specifying Marshall Mix HMA mixes. Marshall Mix designs are no longer used for PADOT work. Would current PADOT Super pave Mix Designs be acceptable?

Response: A state approved asphalt mix design is appropriate as long as it meets the requirements specified, however the Contractor will need to submit their proposed asphalt mix design for approval during construction. The Government will not evaluate mix designs during the advertisement of the project. Revisions to the Section 402 requirements have been included in Amendment 1.

11. Items 40201-0100 & 40201-1000 are specifying PG 70-22 Asphalt Liquid. Current PADOT Mix Designs for that area typically use PG 64-22 Liquid Asphalt. Would PG 64-22 Liquid Asphalt be acceptable?

Response: Revisions to the Section 402 requirements have been included in Amendment 1.

12. Specification section 613, Simulated Stone Masonry Surface, page 507, references a form liner for poured concrete. Is this applicable, is not indicated on the bid form?

Response: The requirements of Section 613 do not pertain to this project.

13. Specification section 613, Simulated Stone Masonry Surface, page 509, references a poured in place wall on site. Please clarify if this specification does not pertain to this project.

Response: The requirements of Section 613 do not pertain to this project.

14. Is there any intent to have a finish, color, texture on the storm water headwalls?

Response: No. There is no intent to finish, color, or texture on the storm water headwalls on this project.

15. Please provide a narrative or detail indicating where the 6” outlet pipe is to daylight from behind the wall as indicated on note 1, sheet B03. Note states install 6” outlet pipes spaced 25’ in accordance with subsection 706.08(e). The Subsection only indicates material type. Is the precast panel to be cast with a sleeve for pipe to exit, if so please provide a distance in elevation for said sleeve?

Response: Direct the outlet pipes below the wall and daylight them to the edge of the proposed slope.

16. Please provide the pipe size for the under drain located in the swale area on the left side of the roadway. Note states see Drawing E-605, detail 1, but the detail shows 4” and 6”.

Questions/Clarifications Page 5 of 8

Response: 6-inch underdrain is required along the left side of the roadway.

17. Please provide a wall thickness and material type for the caisson sleeve, if one is required for the installation of the caissons. The concern is the walls of the excavation falling in due to the sand and sandy silt falling in during the excavation.

Response: The Contractor will have to determine whatever means and methods necessary to prevent the excavation walls from falling in.

18. What is the anticipated Notice to Proceed date on this project?

Response: The actual date for proceeding with work is determined by the CO after contract award and is provided in the Notice to Proceed (NTP) letter. The NTP letter is given by the CO approximately 30 days after contract award and is issued in coordination with the preconstruction conference the CO will schedule a preconstruction conference within 30 days after the performance and payment bonds are accepted. The start date for construction activities will be determined at the Pre-Construction Meeting.

19. Are existing retaining wall plans available for the Contractors review? What is the elevation of the bottom of the existing lagging? On page J-16 under Section 203.04 it states to “Remove and Dispose of the existing wall to the top of existing concrete caissons, including steel piles, concrete panels and excavated material. The plan sheets show 6’ of removal; please clarify bottom of lagging/top of caisson elevation for the existing wall.

Response: The lagging stops at 6 feet from the top of the existing piles, and therefore the existing caissons begin at this depth. As-built plans for exiting retaining wall are not available at this time.

20. Plan Sheets B02 and B03 show typical sections for wall construction showing a dimension of 10’ for Subexcavation. What are the horizontal limits of the Subexcavation Item and particular from the face of the wall back behind the wall? The cross section show a dashed line to either 3’ behind the back of the wall and where the existing wall exists a step up and back to the face of the wall. Please clarify the limits of payment for Subexcavation. It appears that the plan quantity is overstated based on the dashed lines on the cross sections. Is any kind of layback volume included in the plan quantity listed in the contract documents? Please clarify and adjust if necessary.

Will the soils moved that are needed for “benching” on the slopes be paid for and if so under which bid item?

Response: The subexcavation limits on the left side of the new wall are as follows:

For areas beyond the existing wall, subexcavation is a 3-foot wide section directly to the left of the new wall, starting at the top of the new caissons.

Questions/Clarifications Page 6 of 8

For areas at the existing wall, subexcavation includes the 3-foot and 6-foot wide sections on the right of the existing wall, starting from the bottom of the lagging on the existing wall.

For subexcavation limits on the right side of the new wall, refer to the 10-foot subexcavation callout on the Typical Sections (Plan Sheets B02 and B03).

21. According to the Geotechnical Report that is part of the information provided; there appears to some areas with total pavement thickness in excess of 2’; should the pavement thickness be significantly more than the thickness of the two bid items provided; will the Contractor be compensated accordingly?

Response: Bidder’s are instructed to complete their bids with the bid quantities as shown in the B Pages. Please see response for Question #6 for further information.

22. Section 256 - Permanent Ground Anchors and Section 565 Drilled Shafts states that an on-site Professional Geotechnical Engineer or professional Geologist shall be provided. Please clarify the intent as to what duration or operations that this person is to actually be on- site and what exactly will they be required to do. This could be very expensive to have such a person on-site for any length of time. Can this person be a Contractor employee? Can they be on call with a 24 hr response? Please clarify what is required.

Response: The Professional Geotechnical Engineer or Professional Geologist is required to be on-site for all geotechnical related work and will be required to be an independent person, not a contractor employee. Clarifications to the Subsections 256 and 565 requirements have been included in Amendment 1.

23. Are there any fees that the Contractor is responsible for with access to the project site as it relates to the National Park Service?

Response: There will be no National Park Service fees for access to the project site.

24. On plan sheet R11; note 2 states to “Provided minimum anchor bond lengths are estimates only. Adjust anchor bond length in the field based on verification and proof test results and at the approval of the CO. Who will be responsible for determining the actual bond lengths required?

Response: Anchor lengths shown should be considered minimum lengths. The Contractor is responsible for design calculations, shop drawings, methods of construction, and QA/QC plans. All information is to be submitted to the CO for review and approval as stated in Section 256 of the FP and SCR's.

25. The timeframe to complete this project (125 Calendar Days) is very aggressive with the constraints of the project (number of soldier piles, number of tiebacks, cobbles and boulders;

limited working area and probable tree interference. Please consider allowing more time to complete this project. If the Contractor fails to complete the project on time; what penalties is he responsible for (Liquidated Damages, Administrative Costs?) Please clarify amounts Contractor will be penalized.

Questions/Clarifications Page 7 of 8

Response: Liquidated damages are based on the original contract price, administered according to Subsection 108.04 of the FP, and cannot be determined until contract award.

26. Item 8 Sub-Contracting Plan – Large Businesses Only and Continuation of SF 1442 Subcontracting Goals indicated “Legislated Subcontracting Goals”. There are 5 different categories listed which total 39%; we are confused as to what exactly is required for this project.

Please clarify and/or indicate any resources that are available.

Response: The total legislated subcontracting goal of 23% includes the Small Disadvantaged Business (SDB), Historically Underutilized Business Zone (HUBZone), Small Women-owned Business Concern (SWB), and Small Disadvantaged Veteran-owned Small Business (SDVOSB).

27. Does the Bid Bond has to be executed on the Form included in the proposal or are other forms of Bid Bonds permissible; please advice.

Response: Once the contract is awarded, the Contractor must submit performance and payment bonds will be in accordance with FAR Clause 52.228-15 (as stated in Block 12).

28. What is the last day to ask questions for this project?

Response: Bids are due on April 24, 2012, and there is no plan at this time to extend it.

Questions can be submitted at any time, but questions submitted within 7 days of the bid opening may not be answered in time for the bidder to properly incorporate the responses into their bids.

29. Is the bid to be dropped off at the Acquisitions office located at 21400 Ridgetop Circle, Sterling, VA 20166?

Response: Please refer to the Solicitation Block 8 of the SF1442.

30. Is the bid opening at the Acquisitions office located at 21400 Ridgetop Circle, Sterling VA 20166?

Response: Yes, the bid opening will start promptly at 2:00 p.m. (Eastern). Please arrive at least 10 minutes early as you will need to sign in.

31. What is the minimum bearing pressure of the precast lagging to the soldier beam flange? (A 4’-9” precast panel leaves an extremely minimal tolerance of soldier beam spacing)

Response: The Contractor will need to follow the pile spacing tolerances and field adjust as necessary to make the lagging panels fit.

32. If there are additional erosion control needed other than specified in Bid Schedule A, will the contractor be compensated for the additional controls installed?

Questions/Clarifications Page 8 of 8

Response: Please see response for Question #6 for further information.